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' : > :,..f,c; . 1t1 .N-11?1:Ca' ii II! 1.1.1 !I.,v.,:z.)... ;;.1. 1." 10(1 I i 1 .1 : .I ,i tiS 1 _I '''II Iii :111 '1 I til ‘1 ' I-' 'i L.:=_1._......:.--i.. / _ / 1,,c) 5 F.-11 ■S ,..:.;:--i , ., 4,','• .,'- 4,4 ....to, 141,, - L...... 1 lain Conc w/#4 @ 18.in o/c • • • -4 1 314" • • • 6%;9" • • • • ; • • 12*-9" 17-9" 10.in Conc w/#5 @ 6.in o/c • • • 1 3/4" • 6'-0" • • • • 2" • 11110" Sliding Restratnt • • 4 1'-3" 0 #5@6.in @ Toe 4 #5@14.in @ Heel Designer select 4'-0" all horiz.reinf See Appendix A 7-4" PP.^ DL=125.,LL=0 Ecc=0.in • Sliding Restraint 5psf 3430.# 201.4 1597 9psf ' Rowell Engineering,LLC Title : R2 Cant 35 pcf Limited BF Page:_,.,,..._.,.....,, 10570 SE Washington St.Suite 212 Job# : 14 ft Dsgnr: TTR Date: OCT 14,2014 Portland,OR 97216 Description.... This Wall in File:11precision390lredcoteng-prjlretaining wal Retain Pro 9 81989.2011 Ver:9.27 8171 Registration a:RP-1110505 RP9.27 Cantilevered Retaining Wall Design Code: IBC 2006 Criteria ' Soil Data Retained Height = 12.75 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Methods Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 35.0 psf/ft Height of Soil over Toe = 0.00 in Passive Pressure = 200.0 psf/ft _ Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootinglHSoil Friction = 0.300 Soil height to ignore for passive pressure = 12 00 in Thumbnail Surcharge Loads ' Lateral Load Applied to Stem , Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs 1 NOT Used To Resist Sliding&Overturning ,..Height to To = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psi ..,Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem ' has been increased by a factor of 1.00 Footing Type Line Load Base Above/Below Soil Axial Dead Load = 125.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall 0.0 ft Axial Live Load = 0 0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary ' Stem Construction I Top Stem 2nd Stem OK Stem OK Wall Stability Ratios Design Height Above Ftc ft= 6.00 0.00 Overturning = 2.12 OK Wall Material Above"Ht" = Concrete Concrete Slab Resists All Sliding! Thickness = 10.00 10.00 Reber Size = # 4 # 5 Total Bearing Load = 6,595 lbs Rebar Spacing = 18.00 6.00 ...resultant ecc. = 11.38 in Rebar Placed at = Edge Edge Design Data •- Soil Pressure @ Toe = 1,598 psf OK fb/FB.fa/Fa = 0.589 0.915 Soil Pressure @ Heel = 201 psf OK Total Force @ Section lbs= 1.275.8 4.551.8 Allowable = 2,000 psf MomentActual ft-#= 2,870.4 19.344.9 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,237 psf Moment Allowable ft-#= 4.871.3 21.142.2 ACI Factored @ Heel = 282 psf Shear Actual psi= 12.9 46.3 Footing Shear @ Toe = 34.6 psi OK Shear Allowable psi= 82.2 82.2 Footing Shear @ Heel = 26.8 psi OK Wall Weight psf= 125.0 125.0 Allowable = 82.2 psi Rebar Depth 'd' in= 8.25 8.19 Sliding Calcs Slab Resists All Sliding! LAP SPLICE IF ABOVE in= 12.00 19.55 Lateral Sliding Force = 3.430.0 lbs LAP SPLICE IF BELOW in= 12.00 HOOK EMBED INTO FTG in= 8.70 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data I'm psi= Fs psi= Solid Grouting Modular Ratio'n' Load Factors Building Code IBC 2006 Short Term Factor Dead Load 1.200 Equiv. Solid Thick. Live Load 1.600 Masonry Block Type = Normal Weight Earth,H 1.600 Masonry Design Method = ASD Wind,W 1.600 Concrete Data fc psi= 3.000.0 3,000.0 Seismic.E 1.000 Fy psi: 60,000.0 60,000.0 • ' Rowell Engineering,LLC Title : R2 Cant 35 pcf Limited BF Page:__,,�__ 10570 SE Washington St.Suite 212 Job# 14 ft Dsgnr: TTR Date: OCT 14,2014 Portland,OR 97216 Description.... This Wall in File:11precision3901redcoleng-prjlretaining wai Retain Pro 9 CO 1989-2011 Ver:9.27 8171 Registration#:RP-1110505 RP9.27 Cantilevered Retaining Wall Design Code: IBC 2006 Footing Dimensions &Strengths ' Footing Design Results I Toe Width = 4.00 ft Toe Heel Heel Width = 3.33 Factored Pressure = 2,237 282 psf Total Footing Width = 7.33 Mu':Upward = 15,052 1,571 ft-# Footing Thickness = 15.00 in Mu':Downward = 2,100 6.938 9-4 Mu: Design = 12,952 5,367 ft-# Key Width = 8.00 in Actual 1-Way Shear = 34.58 26.81 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 1.00 ft Toe Reinforcing = 4 5 @ 6.00 in fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 14.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #4 @ 0.00 in Min As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: #4@ 7.25 in,#5@ 11 00 in,#6@ 15.75 in,#7@ 21.25 in,#8@ 28.00 in.#9@ 35 Heel:#4@ 9.00 in.#5@ 14.00 in,#6@ 19.75 in,#7@ 26.75 in,#8@ 35.25 in,#9@ 44 Key: Slab Resists Sliding-No Force on Key Summary of Overturning & Resisting Forces&Moments , OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft 9-4 Heel Active Pressure = 3,430.0 4.67 16.006.7 Soil Over Hee = 3,501.6 6.08 21,295.4 Surcharge over Heel = Sloped Soil Over Hee! _ Toe Active Pressure = Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stern= 125.0 4.42 552.1 Added Lateral Load = •Axial Live Load on Stem = Load @ Stem Above Soil= Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 1,593.8 4.42 7,039.1 Earth @ Stem Transitions= Total = 3,430.0 O.T.M. = 16.006.7 Footing Weight = 1,374.4 3.67 5.037 1 Resisting/Overturning Ratio = 2.12 Key Weight = 1.33 Vertical Loads used for Soil Pressure= 6,594.7 lbs Vert.Component = Total= 6,594.7 lbs R.M.= 33,923.6 'Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. 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